【摘要】：目前，，隨著基于性能的結(jié)構(gòu)抗震設(shè)計方法應(yīng)用的越來越廣泛，靜力彈塑性方法作為一種分析結(jié)構(gòu)抗震性能的方法，逐漸得到了抗震研究者的認(rèn)可。如何找到一種簡便而又準(zhǔn)確的求解結(jié)構(gòu)在地震作用下的目標(biāo)位移的方法，是靜力彈塑性分析方法面臨的關(guān)鍵技術(shù)難點之一。 本文重點研究了位移系數(shù)法，分析各個參數(shù)的影響因素，旨在尋找到一種基于我國場地條件的位移系數(shù)求解方法。為此選取了491條地震波，并根據(jù)場地特征周期將其進(jìn)行分組，通過對單自由度體系的彈塑性時程分析，統(tǒng)計回歸了適用于我國場地條件的位移系數(shù)法公式。最后，本文設(shè)計了位于不同烈度區(qū)、不同總層數(shù)共11榀框架結(jié)構(gòu)算例，利用有限元分析軟件OpenSees進(jìn)行彈塑性分析，對比分析改進(jìn)的位移系數(shù)法和能力—需求譜法的有效性及差異，為結(jié)構(gòu)目標(biāo)位移的確定提供了參考建議。本文得到的主要結(jié)論如下： 1）位移系數(shù)法求解目標(biāo)位移的精度取決于參數(shù)的選取，本文通過歸納分析研究，確定了適用于我國場地條件的位移系數(shù)法的求解公式；通過研究發(fā)現(xiàn)，系數(shù)C1主要與強度折減系數(shù)以及結(jié)構(gòu)的自振周期有關(guān)，而與烈度的關(guān)聯(lián)度不大。 2）對于改進(jìn)的能力—需求譜法，本文對比了呂西林—周定松、范立礎(chǔ)—卓衛(wèi)東和翟長�！x禮立模型求解鋼筋混凝土結(jié)構(gòu)的目標(biāo)位移，三者差別不大，精度都能滿足工程要求。本文算例中，對于多層框架結(jié)構(gòu)，呂西林—周定松模型的精度稍高；而對于高層框架結(jié)構(gòu)，范立礎(chǔ)—卓衛(wèi)東模型精度更好。 3）改進(jìn)的位移系數(shù)法確定的結(jié)構(gòu)目標(biāo)位移較未改進(jìn)的方法更接近動力時程分析結(jié)果。本文對比改進(jìn)的位移系數(shù)法與改進(jìn)的能力—需求譜法求解鋼筋混凝土結(jié)構(gòu)的目標(biāo)位移，發(fā)現(xiàn)兩者精度相差不大，但改進(jìn)的位移系數(shù)法計算更為簡便。
[Abstract]:At present, as the performance-based seismic design method is more and more widely used, the static elastic-plastic method, as a method to analyze the seismic performance of structures, has been gradually recognized by seismic researchers. How to find a simple and accurate method to solve the target displacement of structures under earthquake is one of the key technical difficulties faced by static elastic-plastic analysis method. In this paper, the displacement coefficient method is studied, and the influencing factors of each parameter are analyzed in order to find a method to solve the displacement coefficient based on the site conditions in our country. For this reason, 491 seismic waves are selected and grouped according to the site characteristic period. Through the elastic-plastic time history analysis of the single-degree-of-freedom system, the displacement coefficient method formula suitable for site conditions in China is statistically returned. Finally, 11 frame structures located in different intensity regions and with different total stories are designed. The elastic-plastic analysis is carried out by using the finite element analysis software OpenSees. The effectiveness and difference of the improved displacement coefficient method and the capacity-demand spectrum method are compared and analyzed, which provides a reference suggestion for the determination of the displacement of the structure target. The main conclusions of this paper are as follows: 1) the accuracy of displacement coefficient method depends on the selection of parameters. In this paper, the formula of displacement coefficient method suitable for site conditions in China is determined through induction and analysis. It is found that the coefficient C1 is mainly related to the strength reduction coefficient and the natural vibration period of the structure, but not to the intensity. 2) for the improved capability-demand spectrum method, the target displacement of reinforced concrete structures is compared with Lu Xilin-Zhou Dingsong, Fan Liji-Zhuo Weidong and Zhai Changhai-Xie Lili models. The three models have little difference and the accuracy can meet the engineering requirements. In this paper, for multi-story frame structure, the accuracy of Lu Xilin-Zhou Dingsong model is slightly higher, while for high-rise frame structure, Fan Liji-Zhuo Weidong model has better accuracy. 3) the displacement of structural target determined by the improved displacement coefficient method is closer to the result of dynamic time history analysis than that of the unimproved method. In this paper, the improved displacement coefficient method and the improved capacity-demand spectrum method are compared to solve the target displacement of reinforced concrete structures. It is found that the accuracy of the two methods is not much different, but the improved displacement coefficient method is more convenient to calculate.
【學(xué)位授予單位】：重慶大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TU352.11;TU313

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